BOARD OF BUILDING AND SAFETY COMMISSIONERS ___ HELENA JUBANY PRESIDENT VAN AMBATIELOS VICE-PRESIDENT E. FELICIA BRANNON VICTOR H. CUEVAS SEPAND SAMZADEH ___ CITY OF LOS ANGELES CALIFORNIA ERIC GARCETTI MAYOR DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES, CA 90012 ____ RAYMOND S. CHAN, C.E., S.E. SUPERINTENDENT OF BUILDING INTERIM GENERAL MANAGER ____ RR 25964 Page 1 of 3 LADBS G-5 (Rev.06/30/13) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER Hilti, Inc RESEARCH REPORT: RR 25964 5400 South 122 ND East Ave. (CSI # 03 16 00) Tulsa, OK 74146 BASED UPON ICC EVALUATION SERVICE Attn: Chris Gamache, P.E. REPORT NO. ESR-3187 (918) 872-3169 REEVALUATION DUE DATE: October 1, 2014 Issued Date: October 1, 2013 Code: 2011 LABC GENERAL APPROVAL – HILTI HIT-HY 200 Adhesive Anchors for Cracked and Uncracked Concrete DETAILS The above assemblies and/or products are approved when in compliance with the description, use, identification and findings of Report No. ESR-3187, issued March 1, 2013, revised April 2013 of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and made part of this general approval. The parts of Report No. ESR-3187 which are marked by the asterisks are deleted or revised by the Los Angeles City Building Department from this approval. The approval is subject to the following conditions: 1. The design information listed in the attached ICC ES ESR-3187 report and tables are valid for the fasteners only. Connected members shall be checked for their capacity (which may govern). 2. The anchors shall be identified by labels on the packaging indicating the manufacturer’s name and product designation.
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BOARD OF
BUILDING AND SAFETY COMMISSIONERS
___
HELENA JUBANY PRESIDENT
VAN AMBATIELOS VICE-PRESIDENT
E. FELICIA BRANNON
VICTOR H. CUEVAS
SEPAND SAMZADEH
___
CITY OF LOS ANGELES CALIFORNIA
ERIC GARCETTI MAYOR
DEPARTMENT OF
BUILDING AND SAFETY 201 NORTH FIGUEROA STREET
LOS ANGELES, CA 90012
____
RAYMOND S. CHAN, C.E., S.E.
SUPERINTENDENT OF BUILDING INTERIM GENERAL MANAGER
GENERAL APPROVAL – HILTI HIT-HY 200 Adhesive Anchors for Cracked and Uncracked
Concrete
DETAILS
The above assemblies and/or products are approved when in compliance with the description,
use, identification and findings of Report No. ESR-3187, issued March 1, 2013, revised April
2013 of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and
made part of this general approval.
The parts of Report No. ESR-3187 which are marked by the asterisks are deleted or revised by
the Los Angeles City Building Department from this approval.
The approval is subject to the following conditions:
1. The design information listed in the attached ICC ES ESR-3187 report and tables are valid
for the fasteners only. Connected members shall be checked for their capacity (which may
govern).
2. The anchors shall be identified by labels on the packaging indicating the manufacturer’s
name and product designation.
Hilti, Inc
RE: HILTI HIT HY-200 Adhesive Anchors for Cracked and Uncracked Concrete
RR 25964
Page 2 of 3
3. Design information, edge distance, spacing and minimum embedment requirements shall be
per Tables in ICC-ES ESR-3187.
4. Special inspection in accordance with Section 1704 of the 2011 Los Angeles City Building
Code shall be provided for anchor installations. Continuous Special Inspection is required
for overhead installations as specified in Section 4.4 of the attached ESR-3187.
5. Applicable concrete temperature ranges for the use of the Hilti HIT-HY 200 adhesive
anchor to resist tension and shear forces in floors, wall and overhead installations shall be in
accordance with Section 5.19 of the attached ICC-ES ESR-3187.
6. The anchors shall be installed as per the attached manufacturer’s instructions except as
otherwise stated in this report. Copies of the installation instructions shall be available at
each job site.
7. The adhesive anchors shall not be used to support fire-resistive construction, except when at
least one of the conditions specified in Section 5.13 of the ICC-ES ESR-3187 is fulfilled.
8. Use of anchors subject to fatigue or shock loading is beyond the scope of this report.
9. Minimum concrete cover per Chapter 7 of the ACI 318-08 shall be followed whenever
applicable.
DISCUSSION
The report is in compliance with the 2011 Los Angeles City Building Code.
This approval is based on load tests. The anchors have been tested in accordance with ICC-ES
Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated October
2012.
This general approval will remain effective provided the Evaluation Report is maintained valid
and unrevised with the issuing organization. Any revision to the report must be submitted to this
Department for review with appropriate fee to continue the approval of the revised report.
Addressee to whom this Research Report is issued is responsible for providing copies of it,
complete with any attachments indicated, to architects, engineers and builders using items
approved herein in design or construction which must be approved by Department of Building
and Safety Engineers and Inspectors.
This general approval of an equivalent alternate to the Code is only valid where an engineer
and/or inspector of this Department has determined that all conditions of this Approval have
been met in the project in which it is to be used.
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.
HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 [email protected]
EVALUATION SUBJECT:
HILTI HIT-HY 200 ADHESIVE ANCHORS IN CONCRETE
1.0 EVALUATION SCOPE Compliance with the following codes:
2009, 2006, and 2003 International Building Code®
(IBC)
2009, 2006, and 2003 International Residential Code®
(IRC)
Property evaluated: Structural
2.0 USES The Hilti HIT-HY 200 Adhesive Anchoring System is used to resist static, wind and seismic (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor system is an alternative to anchors described in Sections 1911 and 1912 of the 2009 and 2006 IBC, and Sections 1912 and 1913 of the 2003 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the 2009, 2006 and 2003 IRC.
3.0 DESCRIPTION 3.1 General: The Hilti HIT-HY 200 Adhesive Anchoring System is comprised of the following components:
Hilti HIT-HY 200 adhesive packaged in foil packs (either Hilti HIT-HY 200-A or Hilti HIT-HY 200-R)
Adhesive mixing and dispensing equipment
Equipment for hole cleaning and adhesive injection
The Hilti HIT-HY 200 Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIT-Z(-R) anchor rods, Hilti HIS-(R)N internally threaded inserts or deformed steel reinforcing bars as depicted in Figure 1. The primary components of the Hilti Adhesive Anchoring System, including the Hilti HIT-HY 200 Adhesive, HIT-RE-M static mixing nozzle and steel anchoring elements, are shown in Figure 4 of this report.
Installation information and parameters, as included with each adhesive unit package, are replicated as Figure 6.
3.2 Materials: 3.2.1 Hilti HIT-HY 200 Adhesive: Hilti HIT-HY 200 Adhesive is an injectable, two-component hybrid adhesive. The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-HY 200 is available in 11.1-ounce (330 mL) and 16.9-ounce (500 mL) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened foil pack stored in a dry, dark environment and in accordance with Figure 6.
Hilti HIT-HY 200 Adhesive is available in two options, Hilti HIT-HY 200-A and Hilti HIT-HY 200-R. Both options are subject to the same technical data as set forth in this report. Hilti HIT-HY 200-A will have shorter working times and curing times than Hilti HIT-HY 200-R. The packaging for each option employs a different color, which helps the user distinguish between the two adhesives.
3.2.2 Hole Cleaning Equipment:3.2.2.1 Standard Equipment: Standard hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 6 of this report.
3.2.2.2 Hilti Safe-Set™ System: The Hilti Safe-Set™ with Hilti HIT-HY 200 consists of one of the following:
For the Hilti HIT-Z and HIT-Z-R anchor rods, hole cleaning is not required after drilling the hole, except if the hole is drilled with a diamond core drill bit.
For the elements described in Sections 3.2.4.2 through 3.2.4.4, the Hilti TE-CD or TE-YD hollow carbide drill bit with a carbide drilling head conforming to ANSI B212.15. Used in conjunction with a Hilti VC 20/40 vacuum, the Hilti TE-CD or TE-YD drill bit will remove the drilling dust, automatically cleaning the hole.
*Revised April 2013
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3.2.3 Dispensers: Hilti HIT-HY 200 must be dispensed with manual or electric dispensers provided by Hilti.
3.2.4 Anchor Elements: 3.2.4.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: Hilti HIT-Z and HIT-Z-R anchor rods have a conical shape on the embedded section and a threaded section above the concrete surface. Mechanical properties for the Hilti HIT-Z and HIT-Z-R anchor rods are provided in Table 2. The rods are available in diameters as shown in Table 7 and Figure 1. Hilti HIT-Z anchor rods are produced from carbon steel and furnished with a 0.005-millimeter-thick (5 m) zinc electroplated coating. Hilti HIT-Z-R anchor rods are fabricated from grade 316 stainless steel.
3.2.4.2 Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 11 and 15 and Figure 1 of this report. Steel design information for common grades of threaded rods is provided in Table 3. Carbon steel threaded rods must be furnished with a 0.0002-inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B 633 SC 1 or must be hot-dipped galvanized complying with ASTM A 153, Class C or D. Stainless steel threaded rods must comply with ASTM F 593 or ISO 3506 A4. Threaded steel rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias to a chisel point.
3.2.4.3 Steel Reinforcing Bars: Steel reinforcing bars are deformed bars (rebar). Tables 11, 15, and 19 and Figure 1 summarize reinforcing bar size ranges. Table 4 summarizes specifications of common reinforcing bar types and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, debris and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation except as set forth in Section 7.3.2 of ACI 318, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted.
3.2.4.4 Hilti HIS-N and HIS-RN Inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and are internally threaded. Mechanical properties for Hilti HIS-N and HIS-RN inserts are provided in Table 5. The inserts are available in diameters and lengths as shown in Table 22 and Figure 1. Hilti HIS-N inserts are produced from carbon steel and furnished with a 0.005-millimeter-thick (5 m) zinc electroplated coating complying with ASTM B 633 SC 1. The stainless steel Hilti HIS-RN inserts are fabricated from X5CrNiMo17122 K700 steel conforming to DIN 17440. Specifications for common bolt types that may be used in conjunction with Hilti HIS-N and HIS-RN inserts are provided in Table 6. Bolt grade and material type (carbon, stainless) must be matched to the insert. Strength reduction factors, , corresponding to brittle steel elements must be used for Hilti HIS-N and HIS-RN inserts.
3.2.4.5 Ductility: In accordance with ACI 318 Appendix D, for a steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area of less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2, 3, 4, and 6 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.
3.3 Concrete:
Normal-weight concrete must comply with Sections 1903 and 1905 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Refer to Table 1 for the design parameters for specific installed elements, and refer to Figure 2 and Section 4.1.8 for a flowchart to determine the applicable design bond strength or pullout strength.
4.1.1 General: The design strength of anchors under the 2009 and 2003 IBC, as well as Section 301.1.3 of the 2009 and 2003 IRC, must be determined in accordance with ACI 318-08 Appendix D and this report.
The design strength of anchors under the 2006 IBC, as well as Section 301.1.3 of the 2006 IRC, must be determined in accordance with ACI 318-05 Appendix D and this report.
A design example in accordance with the 2009 IBC is given in Figure 5 of this report.
Design parameters are based on the 2009 IBC (ACI 318-08) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report.
The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3.
Design parameters, including strength reduction factors, , corresponding to each limit state, are provided in Table
7 through Table 24. Strength reduction factors, , as given in ACI 318 D.4.4 must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 9.2 of ACI 318. Strength reduction factors, , as given in ACI 318 D.4.5 must be used for load combinations calculated in accordance with ACI 318 Appendix C.
The following section provides amendments to ACI 318 Appendix D as required for the strength design of adhesive anchors. In conformance with ACI 318, all equations are expressed in inch-pound units.
Modify ACI 318 D.4.1.2 as follows:
D.4.1.2—In Eq. (D-1) and (D-2), Nn and Vn are the lowest design strengths determined from all appropriate failure modes. Nn is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of Nsa, either Na or Nag, and either Ncb or Ncbg. Vn is the lowest design strength in shear of an
anchor or a group of anchors as determined from consideration of Vsa, either Vcb or Vcbg, and either Vcp
or Vcpg. For adhesive anchors subject to tension resulting from sustained loading, refer to D.4.1.4 for additional requirements.
Add ACI 318 D.4.1.4 as follows:
D.4.1.4—For adhesive anchors subjected to tension resulting from sustained loading, a supplementary design analysis shall be performed using Eq. (D-1) whereby Nua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained and Nn is determined as follows:
D.4.1.4.1—For single anchors: Nn = 0.75 Na0.
D.4.1.4.2—For anchor groups, Equation (D-1) shall be satisfied by taking Nn = 0.75 Na0 for that anchor in an anchor group that resists the highest tension load.
D.4.1.4.3—Where shear loads act concurrently with the sustained tension load, interaction of tension and shear
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shall be analyzed in accordance with ACI 318 Section D.4.1.3.
Modify ACI 318 D.4.2.2 in accordance with the 2009 IBC Section 1908.1.10 as follows:
D.4.2.2—The concrete breakout strength requirements for anchors in tension shall be considered satisfied by the design procedure of D.5.2 provided Equation D-8 is not used for anchor embedments exceeding 25 inches. The concrete breakout strength requirements for anchors in shear with diameters not exceeding 2 inches shall be considered satisfied by the design procedure of D.6.2. For anchors in shear with diameters exceeding 2 inches, shear anchor reinforcement shall be provided in accordance with the procedures of D.6.2.9.
4.1.2 Static Steel Strength in Tension: The nominal strength of an anchor in tension as governed by the steel, Nsa, in accordance with ACI 318 Section D.5.1.2 and strength reduction factors, , in accordance with ACI 318 Section D.4.4, are given in the tables outlined in Table 1 for the corresponding anchor steel.
4.1.3 Static Concrete Breakout Strength in Tension:The nominal concrete breakout strength in tension, Ncb or Ncbg, must be calculated in accordance with ACI 318 D.5.2 with the following addition:
D.5.2.10—(2009 IBC) or D.5.2.9 (2006 IBC) – The limiting concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.2.1 to D.5.2.9 under the 2009 IBC or D.5.2.1 to D.5.2.8 under the 2006 IBC where the value of kc to be used in Eq. (D-7) shall be:
kc,cr = 17 where analysis indicates cracking at service load levels in the anchor vicinity (cracked concrete)
kc,uncr = 24 where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked concrete)
The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2 using the values of hef, and kc,cr or kc,uncr asdescribed in this report . Additional information for the determination of the nominal concrete breakout strength (Ncb or Ncbg) is given in the tables outlined in Table 1 for the corresponding anchor steel. The modification factormust be taken as 1.0. Anchors must not be installed in lightweight concrete. The value of f c must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318 Section D.3.5.
4.1.4 Static Pullout Strength in Tension:4.1.4.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: The nominal pullout strength of a single anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 10. For all design cases c,P = 1.0.
4.1.4.2 Threaded Rod, Steel Reinforcing Bars, and Hilti HIS-N and HIS-RN Inserts: In lieu of determining the nominal pullout strength in accordance with ACI 318 D.5.3, nominal bond strength in tension must be calculated in accordance with the following sections added to ACI 318:
D.5.3.7—The nominal bond strength of an adhesive anchor, Na, or group of adhesive anchors, Nag, in tension shall not exceed:
(a) For a single anchor:
Na= ANa
ANa0 · ed,Na · p,Na · Na0 (D-16a)
(b) For a group of anchors:
Na = ANa
ANa0 · ed,Na · g,Na · ec,Na · p,Na · Na0 (D-16b)
where:
ANa is the projected area of the failure surface for the single anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance ccr,Na from the centerlines of the single anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. ANa shall not exceed nANa0 where n is the number of anchors in tension in the group. In ACI 318 Figures RD.5.2.1(a) and RD.5.2.1(b), the terms 1.5hef and 3.0hef shall be replaced with ccr,Na and scr,Na, respectively.
ANa0 is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D-16c):
ANa0= scr,Na2 (D-16c)
with:
scr,Na = as given by Eq. (D-16d)
D.5.3.8—The critical spacing scr,Na and critical edge distance ccr,Na shall be calculated as follows:
scr,Na=20 ·d · k,uncr
1,4503 · hef (D-16d)
ccr,Na= scr,Na
2 (D-16e)
D.5.3.9—The basic strength of a single adhesive anchor in tension in cracked concrete shall not exceed:
Na0= k,cr · ·d · hef (D-16f)
where:
k,cr is the characteristic bond strength in cracked concrete.
D.5.3.10—The modification factor for the influence of the failure surface of a group of adhesive anchors is:
g,Na= g,Na0+ S
cr,Na
0.5 · 1- g,Na0 (D-16g)
where:
g,Na0= n - n -1 · k,cr
k,max r
1.51.0 (D-16h)
where:
n = the number of tension-loaded adhesive anchors in a group
s = spacing of anchors
k,max,cr=kc,cr
·dhef · f'c (D-16i)
The value of f’c must be limited to maximum of 8,000 psi (55 MPa) in accordance with ACI 318 Section D.3.5.
D.5.3.11—The modification factor for eccentrically loaded adhesive anchor groups is:
ec,Na= 1
1+ 2e'Nscr,Na
1.0 (D-16j)
Eq. (D-16j) is valid for e'Ns2
If the loading on an anchor group is such that only certain anchors are in tension, only those anchors that are in tension shall be considered when determining the eccentricity, e N, for use in Eq. (D-16j).
In the case where eccentric loading exists about two
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orthogonal axes, the modification factor ec,Na shall be computed for each axis individually and the product of these factors used as ec,Na in Eq. (D-16b).
D.5.3.12—The modification factor for the edge effects for single adhesive anchors or anchor groups loaded in tension is:
ed,Na=1.0 for ca,min ccr,Na (D-16l)
or:
ed,Na= 0.7 + 0.3 ca,min
ccr,Na1.0 for ca,min ccr,Na (D-16m)
D.5.3.13—When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, the nominal strength, Na or Nag, of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D-16a) and Eq. (D-16b) with
k,uncr substituted for k,cr in the calculation of the basic strength Na0, in accordance with Eq. (D-16f). The factor
g,Na0 shall be calculated in accordance with Eq. (D-16h) whereby the value of k,max,uncr shall be calculated in accordance with Eq. (D-16n) and substituted for k,max,cr in Eq. (D-16h).
k,max,uncr=kc,uncr
·dhef · f'c (D-16n)
D.5.3.14—When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, the modification factor p,Na shall be taken as:
p,Na = 1.0 for ca,min cac (D-16o)
or:
p,Na= max ca,min; ccr,Na
cac for ca,min cac (D-16p)
where cac must be determined in accordance with Section 4.1.10 of this report.
For all other cases: p,Na = 1.0
Additional information for the determination of nominal bond strength in tension is given in Section 4.1.8.
4.1.5 Static Steel Strength in Shear: The nominal static strength of an anchor in shear as governed by the steel, Vsa, in accordance with ACI 318 Section D.6.1.2 and the corresponding strength reduction factors, , are given in the tables outlined in Table 1 for the corresponding anchor steel.
4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated in accordance with ACI 318 D.6.2 based on information given in the tables outlined in Table 1 for the corresponding anchor steel. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of dand hef given in the tables as outlined in Table 1 for the corresponding anchor steel in lieu of do and le,respectively. In no case must le exceed 8d. The value of f cmust be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318 D.3.5.
4.1.7 Static Concrete Pryout Strength in Shear:4.1.7.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: The nominal pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, where the value of Ncb or
Ncbg is determined in accordance with section 4.1.3 of this report.
4.1.7.2 Threaded Rod, Steel Reinforcing Bars, and Hilti HIS-N and HIS-RN Inserts In lieu of determining the nominal pryout strength in accordance with ACI 318 D.6.3.1, nominal pryout strength in shear must be calculated in accordance with the following sections added to ACI 318 Appendix D:
D.6.3.2—The nominal pryout strength of a single adhesive anchor Vcp or group of adhesive anchors Vcpgshall not exceed:
(a) For a single adhesive anchor:
Vcp = min kcp· Na; kcp · Ncb (D-30a)
(b) For a group of anchors:
Vcpg=min kcp · Nag; kcp · Ncbg (D-30b)
where:
kcp = 1.0 for hef < 2.5 in. (64 mm)
kcp = 2.0 for hef > 2.5 in. (64 mm)
Na shall be calculated in accordance with Eq. (D-16a)
Nag shall be calculated in accordance with Eq. (D-16b)
Ncb and Ncbg are determined in accordance with D.5.2.1 to D.5.2.9.
4.1.8 Bond Strength/Pullout Strength Determination: 4.1.8.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: Pullout strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the drilling method (hammer drill, including Hilti hollow drill bit, diamond core drill) and installation conditions (dry, water-saturated). The resulting characteristic pullout strength must be multiplied by the associated strength reduction factor nn as follows:HILTI HIT-Z AND HIT-Z-R THREADED RODS
DRILLING METHOD
CONCRETETYPE
PERMISSIBLE INSTALLATION CONDITIONS
PULLOUTSTRENGTH
ASSOCIATED STRENGTHREDUCTION FACTOR
Hammer-drill
(or Hilti TE-CD or TE-YD Hollow Drill Bit) or
DiamondCore Bit
Uncracked Dry Np,uncr d
Water saturated Np,uncr ws
Cracked
Dry Np,cr d
Water saturated Np,cr ws
Figure 2 of this report presents a pullout strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in the tables referenced in Table 1 of this report.
4.1.8.2 Threaded Rod, Steel Reinforcing Bars, and Hilti HIS-N and HIS-RN Inserts: Bond strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the drilling method (hammer drill, including Hilti hollow drill bit), the steel element type, and installation conditions (dry, water saturated). The resulting characteristic bond strength must be multiplied by the associated strength reduction factor
nn as follows:
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DRILLING METHOD
CONTYP
Hammer-drill
(or Hilti TE-CD or TE-YD Hollow Drill Bit)
Uncr
Crac
Figure 2 of tflowchart. Stthe bond stre1 of this repobe taken for given in the fo
4.1.9 MinimAnchor Spac4.1.9.1 HiltACI 318 SecTable 9 of thiand installatiothe minimum this report minstallation.
4.1.9.2 ThreHilti HIS-N avalues of cmiobserved for lieu of ACI 3hmin, describedesign and distance, cmin318:
D.8.8—For the minimumcover requireadhesive ancdistance and 23 of this repo
For edge dspacing sai, taccording to t
Reduced Distances cEdge Distancai
1.75 in. (45 m< cai < 5 x d
4.1.10 Critica4.1.10.1 HiltACI 318 D.8accordance wthe critical ed
i. cac =
ii. cac =
For definitions
ost Widely Acc
NCRETEE
PERMISINSTALLCONDIT
racked Dry
Water sa
cked Dry
Water sa
this report pretrength reducti
ength are givenrt. Adjustmentsincreased conootnotes to the
mum Membercing smin and Mi HIT-Z and HIction D.8.3, vais report must on. Likewise, in
member thickmust be obse
aded Rod, Snd HIS-RN Insin and smin desanchor design
18 D.8.5, the med in this reporinstallation. In
n, the following
adhesive anch edge distanc
ements for reinchors that will b
spacing are gort.
distance cai=1the maximum the table provid
Installationcai < (5 x d)nce, Minimum
Spacing, s
mm) 5 x d < sai <
sai > 16 in.
al Edge Distani HIT-Z and HI8.6, for the cwith D.5.2.7 ange distance, ca
= 1.5.hef for h/h
= 3.5.hef for h/h
s of h and hef, s
cepted and Trus
SSIBLE LATION
TIONS BONDSTRENG
k,uncr
aturated k,uncr
k,cr
aturated k,cr
esents a bond on factors for
n in the tables s to the bond screte compres bond strength
r Thickness Minimum EdgeIT-Z-R Anchoralues of cmin abe observed fo
n lieu of ACI 31kness, hmin, giverved for anc
Steel Reinforcserts: In lieu oscribed in thisn and installatminimum memrt must be obsn determining
section must
hors that will ree shall be basnforcement in be torqued, the
given in Tables
.75 inch (45 torque Tmax m
ded below:
Torque, Tma
Anchor sai
< 16 in.
(406 mm)
nce cac:IT-Z-R Anchoralculation of nd Section 4.1ac, must be take
ef 2.35
ef 1.35
see Figure 1.
sted
GTH
ASSOCIATESTRENGTHREDUCTIONFACTOR
d
ws
d
ws
strength desidetermination outlined in Tab
strength may alssive strength, tables.
hmin, Minimue Distance cm
r Rods: In lieuand smin given or anchor desi18 Section D.8ven in Table 9 chor design a
cing Bars, aof ACI 318 D.8s report must tion. Likewise,
mber thicknesseserved for anch
minimum edbe added to A
main un-torquesed on minimuSection 7.7. Fe minimum ed
s 12, 16, 20, a
mm)and anchmust be reduc
ax, for Edg
=> MaximuTorque, Tmax
0.3 x Tmax
0.5 x Tmax
r Rods: In lieuNcb and Ncbg.3 of this repoen as follows:
·d1 Design Stre, E and F: In gory C, D, E ogth must be d
3, and must beon 1908.1.9 o
e steel elemested in accordaCI-05 D.3.3.5, gth, Vsa, must s summarized For tension, strength k,cr m
ables summaror steel.
2 Interaction gns that includaction of tensiocordance with A
Allowable StreGeneral: F
binations in awable Stress blished using E
able ASD= Nn
wable ASD= Vn
e:
wable,ASD = Allow
wable,ASD = Allow
n = Lowest dep in tension as ndix D with amons 1908.1.9 .1.16, as applic
n = Lowest de
on is permitted of h/hef betw
aph above.
d Rod, Steel S-RN Insertsned as follows
max 3.1-0.7 hhef
;
the charactee, h is the mempth.
e taken as grea
ength in Seisstructures ass
or F under theetermined in a
e adjusted in acor 2006 IBC ents, the anc
ance with ACI 3as applicable. be adjusted b
in Table 1 for tthe nominal
must be adjusrized in Table
of Tensile ade combined on and shear lACI 318 Sectio
ess Design:For anchors accordance wi
Design), alloq. (4-2) and Eq
wable tension lo
wable shear loa
esign strength determined in
mendments in and 1908.1.10cable.
esign strength
Pa
to determine ween 2.35 and
Reinforcing In lieu of ACI :
;1.4
eristic bond smber thickness
ater than:
smic Design Csigned to Seisme IBC or IRC, accordance witccordance withSection 1908
chor strength 318-08 D.3.3.5
The nominal sby V,seis as gthe correspondpullout streng
sted by N,seis a1 for the corr
and Shear Fotension and oads must be
on D.7.
designed uth IBC Sectioowable loads q. (4-3):
oad (lbf or kN)
d (lbf or kN)
of an anchor accordance withis report and0 and 2006 IB
of an anchor
age 5 of 38
the ratio of d 1.35 as
Bars, and 318 D.8.6,
Eq. (4-1)
strength in , and hef is
Categories mic Design the anchor th ACI 318 h 2009 IBC 8.1.16. For
must be or D.3.3.6,
steel shear iven in the
ding anchor gth Np,cr or as given in responding
orces: For shear, the calculated
sing load on 1605.3
must be
Eq. (4-2)
Eq. (4-3)
or anchor ith ACI 318 d 2009 IBC BC Section
or anchor
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group in shear as determined in accordance with ACI 318 Appendix D with amendments in this report, 2009 IBC Sections 1908.1.9 and 1908.1.10 and 2006 IBC Section 1908.1.16, as applicable.
= Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, must include all applicable factors to account for non-ductile failure modes and required over-strength.
Limits on edge distance, anchor spacing and member thickness described in this report must apply. Example Allowable Stress Design calculations are provided in Table 25.
4.2.2 Interaction of Tensile and Shear Forces: In Lieu of ACI 318 D.7.1, D.7.2, and D.7.3, interaction must be calculated as follows:
For shear loads V 0.2Vallowable,ASD, the full allowable load in tension shall be permitted.
For tension loads T 0.2Tallowable,ASD, the full allowable load in shear shall be permitted.
For all other cases: T
Tallowable ASD+ V
Vallowable ASD1.2 Eq. (4-4)
4.3 Installation:Installation parameters are illustrated in Figure 1. Installation of the Hilti HIT-HY 200 Adhesive Anchor System must conform to the manufacturer’s published installation instructions included in each unit package as provided in Figure 6 of this report. Anchor locations must comply with this report and the plans and specifications approved by the code official.
4.4 Special Inspection:Periodic special inspection must be performed where required in accordance with Sections 1704.4 and 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 or 2003 IBC, whereby periodic special inspection is defined in Section 1702.1 of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, and tightening torque. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel may be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product.
Continuous special inspection is required for all cases where anchors installed overhead (vertical up) are designed to resist sustained tension loads.
Under the IBC, additional requirements as set forth in Sections 1705, 1706, and 1707 must be observed, where applicable.
5.0 CONDITIONS OF USEThe Hilti HIT-HY 200 Adhesive Anchor System described in this report is a suitable alternative to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions:
5.1 Hilti HIT-HY 200 Adhesive anchors must be installed in accordance with the manufacturer’s published installation instructions as included in the adhesive packaging and provided in Figure 6 of this report.
5.2 The anchors must be installed in cracked and uncracked normal-weight concrete having a specified compressive strength f c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).
5.3 The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa)
5.4 Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions in Figure 6, using carbide-tipped masonry drill bits manufactured with the range of maximum and minimum drill-tip dimensions specified in ANSI B212.15-1994. The Hilti HIT-Z(-R) anchor rods may be installed in holes predrilled using diamond core drill bits.
5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design and in accordance with Section 1605.3 of the IBC for allowable stress design.
5.6 Hilti HIT-HY 200 adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report.
5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16.
5.8 Hilti HIT-HY 200 adhesive anchors are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report.
5.9 Strength design values must be established in accordance with Section 4.1 of this report.
5.10 Allowable design values must be established in accordance with Section 4.2 of this report.
5.11 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values noted in this report.
5.12 Prior to anchor installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.
5.13 Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Hilti HIT-HY 200 adhesive anchors are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled:
Anchors are used to resist wind or seismic forces only.
Anchors that support gravity load–bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.
Anchors are used to support nonstructural elements.
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5.14 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.
5.15 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations.
5.16 Use of hot-dipped galvanized carbon steel threaded rods with a coating complying with ASTM A153 Class C or D, and stainless steel rods, is permitted for exterior exposure or damp environments.
5.17 Steel anchor materials in contact with preservative-treated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A 153 Class C or D.
5.18 Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report.
5.19 Hilti HIT-HY 200-A adhesive anchors may be used to resist tension and shear forces in floor, wall, and overhead installations only if installation is into concrete with a temperature between 14°F and 104°F (-10°C and 40°C) ) for threaded rods, rebar, and Hilti HIS-(R)N inserts, or between 41°F and 104°F (5°C and 40°C) for Hilti HIT-Z(-R) anchor rods. Overhead installations require the use of piston plugs (HIT-SZ, -IP) during injection, and the anchor must be supported until fully cured (i.e., with Hilti HIT-OHW wedges, or other suitable means). Installations in concrete temperatures below 32°F require the adhesive to be conditioned to a minimum temperature of 32°F.
5.20 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesives are manufactured by Hilti GmbH, Kaufering, Germany, with quality control inspections by UL LLC
(AA-668).
5.21 Hilti HIT-Z and HIT-Z-R rods are manufactured by Hilti AG, Schaan, Liechtenstein, with quality control inspections by UL LLC (AA-668).
5.22 Hilti HIS-N and HIS-RN inserts are manufactured by Hilti (China) Ltd., Guangdong, China, with quality control inspections by UL LLC (AA-668).
6.0 EVIDENCE SUBMITTEDData in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated February 2013, including but not limited to tests under freeze/thaw conditions (Table 4.2, test series 6).
7.0 IDENTIFICATION7.1 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesive
is identified by packaging labeled with the manufacturer’s name (Hilti Corp.) and address, product name, lot number, expiration date, evaluation report number (ICC-ES ESR-3187), and the name of the inspection agency (UL LLC).
7.2 Hilti HIT-Z and HIT-Z-R rods are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name, evaluation report number (ICC-ES ESR-3187), and the name of the inspection agency (UL LLC).
7.3 Hilti HIS-N and HIS-RN inserts are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name and size, evaluation report number (ICC-ES ESR-3187), and the name of the inspection agency (UL LLC).
7.4 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications.
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HILT
Name and
HIT-Z(-R) 3/8''
HIT-Z(-R) 3/8''
HIT-Z(-R) 3/8''
HIT-Z(-R) 1/2''
HIT-Z(-R) 1/2''
HIT-Z(-R) 1/2''
HIT-Z(-R) 5/8
HIT-Z(-R) 5/8
HIT-Z(-R) 5/8''
HIT-Z(-R) 3/4''
HIT-Z(-R) 3/4''
HIT-Z(-R) M
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M1
HIT-Z(-R) M2
HIT-Z(-R) M2
ost Widely Acc
TI HIT-Z AND HI
Size A
' x 43/8''
' x 51/8''
' x 63/8''
' x 41/2''
' x 61/2''
' x 73/4''
8'' x 6''
8'' x 8''
' x 91/2''
' x 81/2''
' x 93/4''
10x95
10x115
10x135 5
10x160 6
12x105
12x140
12x155
12x196
16x155
16x175
16x205 8
16x240 9
20x215
20x250 9
h
cepted and Trus
IT-Z-R ANCHOR
l
Anchor Length
in (mm)
43/8 (111)
51/8 (130)
63/8 (162)
41/2 (114)
61/2 (165)
73/4 (197)
6 (152)
8 (203)
91/2 (241)
81/2 (216)
93/4 (248)
33/4 (95)
41/2 (115)
55/16 (135)
65/16 (160)
41/8 (105)
51/2 (140)
61/8 (155)
73/4 (196)
61/8 (155)
67/8 (175)
81/16 (205)
97/16 (240)
81/2 (215)
913/16 (250)
F
sted
R ROD
lhelix
Helix Le
in
21/4
21/4
21/4
21/2
21/2
21/2
35/8
35/8
35/8
4
4
23/8
23/8
23/8
23/8
23/8
23/8
23/8
23/8
311/16
311/16
311/16
311/16
315/16
315/16
FIGURE 1—INST
ngth Sm
(mm) in
(57) 5/16
(57) 5/16
(57) 5/16
(63) 5/16
(63) 5/16
(63) 5/16
(92) 7/16
(92) 7/16
(92) 115/
(102) 7/16
(102) 111/
(60) 5/16
(60) 5/16
(60) 5/16
(60) 5/16
(60) 5/16
(60) 5/16
(60) 5/16
(60) 5/16
(93) 7/16
(93) 7/16
(93) 7/16
(93) 11/
(100) 1/2
(100) 17/
TALLATION PAR
mooth Shank Length
n (mm)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (11)
6 (11)
/16 (49)
6 (12)
/16 (44)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (8)
6 (11)
6 (11)
6 (11)
/4 (32)
2 (13)
/8 (48)
RAMETERS
Total ThreaLength
In (m
113/16 (
29/16 (
313/16 (
111/16 (
311/16 (
415/16 (1
115/16 (
315/16 (1
315/16 (1
4 (1
4 (1
11/8 (
17/8 (
25/8 (
35/8 (
11/2 (
27/8 (
33/8 (
5 (1
2 (
213/16 (
4 (1
41/2 (1
4 (1
4 (1
Pa
ad UsabL
mm) in
(46) 15/16
(65) 21/16
(97) 35/16
(43) 1
(94) 31/16
126) 45/16
(49) 11/8
100) 31/8
100) 31/8
102) 31/16
102) 31/16
(27) 9/16
(47) 15/16
(67) 21/8
(92) 31/8
(37) 13/16
(72) 23/16
(87) 213/16
128) 47/16
(51) 13/16
(71) 115/16
101) 31/8
115) 311/16
102) 31/16
102) 31/16
age 8 of 38
ble Thread ength
(mm)
(33)
(52)
(84)
(26)
(77)
(109)
(28)
(79)
(79)
(77)
(77)
(14)
(34)
(54)
(79)
(21)
(56)
(71)
(112)
(30)
(50)
(80)
(94)
(78)
(78)
EESR-3187 | Moost Widely Acc
DEFORMED R
h
cepted and Trus
REINFORCMENT
FIGUR
sted
T
RE 1—INSTALLAATION PARAME
HILTI HIS-N A
ETERS (Continu
THREADED RO
AND HIS-RN THR
ued)
h
h
Pa
OD
READED INSER
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RTS
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Hilti HIT-Z and
Standard
Hilti HIS-N anThre
Steel Re
ost Widely Acc
D
d HIT-Z-R Ancho
d Threaded Rod
nd HIS-RN Interaded Insert
D
einforcing Bars
FIGURE 2—FL
cepted and Trus
Design Table
or Rod SConcr
d S
Concr
rnally S
Concr
Design Table
S
Concr
LOWCHART FOR
sted
TABLE 1–-D
Steel Strength - Nrete Breakout - N
Vcbg, Vcp, Vc
Pullout Strength
Steel Strength - N
rete Breakout - NVcbg, Vcp, Vc
Bond Strength -
Steel Strength - N
rete Breakout - NVcbg, Vcp, Vc
Bond Strength -
Steel Strength - N
rete Breakout - NVcbg, Vcp, Vc
Bond Strength -
R THE ESTABL
DESIGN TABLE
Nsa, Vsa
Ncb, Ncbg, Vcb,cpg
h – Np
Nsa, Vsa
Ncb, Ncbg, Vcb,cpg
Na, Nag
Nsa, Vsa
Ncb, Ncbg, Vcb,cpg
Na, Nag
Nsa, Vsa
Ncb, Ncbg, Vcb,cpg
Na, Nag
ISHMENT OF D
INDEX
FractioTable
7
8
10
11
12
14
22
23
24
Fractional Table Page
11 19
12 20
13 21
ESIGN BOND O
nal Page
13
14
18
19
20
22
29
30
31
EU Metre Table P
15
16
17
OR PULLOUT ST
Pag
MetricTable
7
8
10
15
16
18
22
23
24
ric CanPage Table
23 19
24 20
25 21
TRENGTH
ge 10 of 38
cPage
13
14
18
23
24
26
29
30
31
nadian Page
27
27
28
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1
2
T
1
2
3
4
5
6
7
8
9
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TABLE
HIT-Z AND HIC
AR
BO
N S
TEE
L
3/8-in. to 5M12 - AIS3/4-in. - A18MnV5
M16 - AIS
M20 - AIS
STA
INLE
SS
STE
EL
3/8-in. to 3M12Grade 31X5CrNiM
M16Grade 31X5CrNiM
M20Grade 31X5CrNiM
Steel propertiesNuts of other grahave specified p
THREADED RO
CA
RB
ON
STE
EL
ASTM A 1 21/2 in. (
ASTM F 56M5 (1/4 in.)(equivalen
ISO 898-1
ISO 898-1
STA
INLE
SS
STE
EL
ASTM F 591/4-in. to 5/8
ASTM F 593/4-in. to 11
ISO 3506-M8 – M24
ISO 3506-M27 – M30
Hilti HIT-HY 200comply with the ANSI B1.13M MStandard SpecifStandard SpecifMechanical propStandard Steel SMechanical propBased on 2-in. (Nuts of other grahave specified pNuts for fraction
ost Widely Acc
2—SPECIFICAT
T-Z-R ROD SPE
5/8-in. and M10 toSI 1038
AISI 1038 or
SI 1038
SI 1038 or 18Mn
3/4-in. and M10 to
16 DIN-EN 10263Mo 17-12-2+AT
16 DIN-EN 10263Mo 17-12-2+AT
16 DIN-EN 10263Mo 17-12-2+AT
are minimum vaades and styles proof load stresse
T
OD SPECIFICAT
932 Grade B7 64 mm)
68M3 Class 5.8 ) to M24 (1 in.) t to ISO 898-1)
4 Class 5.8
4 Class 8.8
935 CW1 (316) 8-in.
935 CW2 (316) /2-in.
16 A4-70
16 A4-50 0
0 adhesive may bcode reference s
M Profile Metric Tfication for Alloy-fication for Carboperties of fasteneSpecification for perties of corrosi(50 mm) gauge leades and styles proof load stresseal rods.
cepted and Trus
TIONS AND PHY
ECIFICATION
s
o psi
(MPa)
psi(MPa)
nV5 psi
(MPa) o
3-5
psi
(MPa)
3-5psi
(MPa)
3-5psi
(MPa)
alues and maximhaving specified es equal to or gr
TABLE 3—SPECCARBON AN
ION Msu
str
psi(MPa)
psi
(MPa)
MPa(psi) MPa(psi) (psi
(MPa) psi
(MPa) MPa(psi) (MPa
(psi)
be used in conjunstandards and thhread Series. Va-Steel and Stainleon and Alloy Steeers made of carbStainless Steel B
ion-resistant stainength except for having specified es equal to or gr
sted
YSICAL PROPE
Minimumspecified ultimate
strength, futa 0
94,200
(650)
88,400 (610)
86,200 (595)
94,200
(650)
88,400
(610)
86,200
(595)
mum values will vaproof load stres
eater than the m
CIFICATIONS ANND STAINLESS
Minimum specified ultimate rength, futa
Ms
yiel0.2o
125,000 (862)
72,500
(500)
500(72,500) (
800116,000) (100,000
(689)85,000 (586)700
101,500) (500
(72,500) (
nction with all grahat have thread calues for threadeess Steel Boltingel Externally Thr
bon steel and alloBolts, Hex Cap Snless steel fastenA 193, which areproof load stres
eater than the m
ERTIES OF FRAC
Minimumspecified
yield strength
0.2 percent offset, fya
f
75,300
(520)
71,000 (490)
69,600 (480)
75,300
(520)
71,000
(490)
69,600
(480)
ary due to the coses greater than
minimum tensile s
ND PHYSICAL PSTEEL THREAD
Minimum specified ld strength 2 percent
offset, fya
futa
105,000 1
(724)
58,000 1
(400)
4001
(58,000) 640
1(92,800) 65,000
1(448)
45,000 1
(310)450
1(65,250)
2102
(30,450)
ades of continuocharacteristics coed rod types and g Materials for Hireaded Metric Faoy steel – Part 1:Screws, and Studners – Part 1: Boe based on a gauses greater than
minimum tensile s
CTIONAL AND
futa/fya
Elongami
perc
1.25 8
1.25 8
old forming of then the specified grstrength of the sp
PROPERTIES ODED ROD MATE
ta/fya
Elongatiomin.
percent
.19 16
.25 10
.25 22
.25 12
.54 20
.89 25
.56 40
.38 40
ously threaded caomparable with Aassociated nuts
igh-Temperatureasteners: Bolts, screws andsolts, screws and uge length of 4d
n the specified grstrength of the sp
METRIC HIT-Z A
ation, n.
cent
Reducn of Ar
minperce
8 20
8 20
e rod. rade and style arpecified threaded
OF COMMON ERIALS1
on,
t7
Reductionof Area,
min.percent
50
35
-
52
-
-
-
-
arbon or stainlesANSI B1.1 UNC supplied by Hilti
e Service
nd studs
studsand ISO 898, w
rade and style arpecified threaded
Pag
AND HIT-Z-R RO
ctiorea,
n.ent
Specificnu
ASTMGra
ASTMTyp
re also suitable. Nd rod.
nSpecificatio
ASTM A 563
ASTM A 563
DIN 934
DIN 934
DIN 934
ASTM
ASTM
ISO 4
ISO 4
ss steel rod (all-thCoarse Thread Si are provided he
hich is based onre also suitable. Nd rod.
ge 11 of 38
ODS1
cation for uts2
M A 563 ade A
M F 594 e 316
Nuts must
on for nuts8
3 Grade DH
3 Grade DH9
(8-A2K)
Grade 6
Grade 8
F 594
F 594
4032
4032
hread) that Series or ere.
n 5d.Nuts must
E
R
A
A
A
D
C
1
2
3
4
H
CD13
CD11
SE
BOSP
S
A
A3
A3
1
2
3
4
5
6
7
ESR-3187 | Mo
T
REINFORCING B
ASTM A 6151 Gr
ASTM A 6151 Gr
ASTM A 7062 Gr
DIN 4883 BSt 500
CAN/CSA-G30.1
Standard SpecifStandard SpecifReinforcing steeBillet-Steel Bars
TABLE 5—
HILTI HIS-N AND
Carbon Steel DIN EN 10277-3 1561 9SMnPb283/8-in. and M8 to Carbon Steel DIN EN 10277-3 1561 9SMnPb28/2 to 3/4-in. and M
Stainless Steel EN 10088-3 X5C
OLT, CAP SCREPECIFICATION
SAE J4293 Grade
ASTM A 3254 1/2
ASTM A1935 Gra316) for use with
ASTM A1935 Gra321) for use with
Minimum GradeOnly stainless sMechanical andStandard SpecifStandard SpecifNuts must have stud.Nuts for stainles
ost Widely Acc
TABLE 4—SPEC
BAR SPECIFICA
r. 60
r. 40
r. 60
0
84 Gr. 400
fication for Deforfication for Low Ael; reinforcing stes for Concrete Re
—SPECIFICATIO
D HIS-RN INSER
11SMnPb30+c oKM10
11SMnPb30+c oK
M12 to M20
CrNiMo 17-12-2
TABLE 6
EW OR STUD
e 5
to 1-in.
ade B8M (AISI HIS-RN
ade B8T (AISI HIS-RN
e 5 bolts, cap screteel bolts, cap sc
d Material Requirefication for Structfication for Alloy-specified minim
ss steel studs mu
cepted and Trus
CIFICATIONS AN
ATION
rmed and Plain CAlloy Steel Deforeel bars; dimensieinforcement
ONS AND PHYS
RTS
or DIN
(M
or DIN
(M
(M
6—SPECIFICATSCREWS AND
Minspeulti
stren
psi 120
(MPa) (8
psi 120
(MPa) (8
psi 110
(MPa) (7
psi 125
(MPa) (8
ews or studs mucrews or studs mements for Extertural Bolts, Steel-Steel and Stainleum proof load st
ust be of the sam
sted
ND PHYSICAL P
ps(MP
ps(MP
ps(MPMP(psMP(ps
Carbon Steel Barrmed and Plain Bions and masses
SICAL PROPERT
M
psi
MPa)
psi
MPa)
psi
MPa)
TIONS AND PHYD STUDS FOR U
imum cified mate
ngth futa
Minspe
yield 0.2 p
off0,000 92
828) (
0,000 92
828) (
0,000 95
759) (
5,000 10
862) (
st be used with cmust be used withrnally Threaded Fl, Heat Treated, 1ess Steel Boltingress equal to or
me alloy group as
PROPERTIES O
Mini
siPa)siPa)siPa)Pasi) Pasi)
rs for Concrete RBars for Concretes
TIES OF FRACT
Minimum specifstrength
71,05
(490)
66,70
(460)
101,50
(700)
YSICAL PROPESE WITH HIS-N
nimum ecified strength percent fset fya
futa/
2,000 1.3
634)
2,000 1.3
634)
5,000 1.1
655)
00,000 1.2
690)
carbon steel HISh HIS-RN insertsFasteners120/105 ksi Minimg Materials for Higreater than the
s the specified bo
OF COMMON ST
mum specified strength, fut
90,000 (620)
60,000 (414)
80,000 (550)550
(79,750) 540
(78,300)
Reinforcemente Reinforcement
TIONAL AND ME
fied ultimate h, futa
50
)
0
)
00
)
RTIES OF COMN AND HIS-RN IN
/fyaElongatio
min.
30 14
30 14
16 15
25 12
S inserts. s.
mum Tensile Strigh-Temperaturespecified minim
olt, cap screw, or
TEEL REINFORC
ultimate ta
M
ETRIC HIS-N AN
Minimum s
MMON BOLTS, CNSERTS1,2
on, Reductionof Area,
min.
35
35
45
35
rengthe Serviceum full-size tens
r stud.
Pag
CING BARS
Minimum specifstrength,
60,000(414)
40,000(276)
60,000(414)500
(72,500400
(58,000
ND HIS-RN INSE
specified yield s
59,450
(410)
54,375
(375)
50,750
(350)
CAP
nSpecificatio
SAE
A 563 C, CDH3 He
ASTMAlloy Grou
ASTMAlloy Grou
sile strength of th
ge 12 of 38
fied yield fya
)
)
ERTS
strength, fya
on for nuts6
J995
C3, D, DH, eavy Hex
F 5947
up 1, 2 or 3
F 5947
up 1, 2 or 3
e specified
299183
Rectangle
299183
Line
299183
Line
299183
Typewritten Text
*
299183
Typewritten Text
*
299183
Typewritten Text
299183
Typewritten Text
Deleted by the City of Los Angeles
299183
Typewritten Text
299183
Typewritten Text
*
299183
Typewritten Text
E
DIN
R
Rse
CA
RB
ON
STE
EL
STA
INLE
SS
STE
EL
FF
1
2
ESR-3187 | Mo
TABL
DESIGN NFORMATION
Rod O.D.
Rod effective crosectional area
Nominal strenas governed bsteel strength
Reduction for seismic shearStrength redufactor for tensStrength redufactor for shea
Nominal strenas governed bsteel strength
Reduction for seismic shearStrength redufactor for tensStrength redufactor for shea
For SI: 1 inch 2For pound-inch u
Steel propertiesFor use with the
ost Widely Acc
LE 7—STEEL DE
Symbo
d
ss- Ase
ngth by1
Nsa
Vsa
r V,seis
ctionsion2
ctionar2
ngth by1
Nsa
Vsa
r V,seis
ctionsion2
ctionar2
25.4 mm, 1 lbf = 4nits: 1 mm = 0.0
are minimum vae load combinatio
cepted and Trus
Fractional
ESIGN INFORM
l Units N
3/
in. 0.3
(mm) (9.
in.2 0.07
(mm2) (5
lb 7,3
(kN) (32
lb 3,2
(kN) (14
- 1.
-
-
lb 7,3
(kN) (32
lb 4,3
(kN) (19
- 1.
-
-
4.448 N, 1 psi = 3937 inches, 1 N
alues and maximons of ACI 318 S
sted
and Metric HIT-Anchor Rod
ATION FOR FR
Nominal Rod Di
/8 1/2375 0.5
.5) (12.7)
775 0.1419
0) (92)
306 13,377
2.5) (59.5)
215 5,886
4.3) (26.2)
.0
0
0
306 13,377
2.5) (59.5)
384 8,026
9.5) (35.7)
.0 0.75
0
0
0.006897 MPa.N = 0.2248 lbf, 1
mum values will vaection 9.2, as se
-Z and HIT-Z-R d
RACTIONAL AND
a. (in.) Fraction5/8
0.625 0
(15.9) (1
0.2260 0.
(146) (2
21,306 31
(94.8) (1
9,375 13
(41.7) (6
0.65
.65
.60
21,306 31
(94.8) (1
12,783 18
(56.9) (8
0.65
.65
.60
MPa = 145.0 ps
ary due to the coet forth in ACI 31
Steel St
D METRIC HIT-Z
nalUnits 3/4
0.75 mm
19.1) (in.)
3340 mm2
216) (in.2)
1,472 kN
40.0) (lb)
3,848 kN
61.6) (lb)
-
-
-
1,472 kN
40.0) (lb)
8,883 kN
84.0) (lb)
-
-
-
i
old forming of the8 D.4.4.
trength
Z AND HIT-Z-R A
Nominal
10
10
(0.39) (0
58.0 8
(0.090) (0
37.7 5
(8,475) (12
16.6 2
(3,729) (5
1.0
37.7 5
(8,475) (12
22.6 3
(5,085) (7
1.0 0
e rod.
Pag
ANCHOR RODS
Rod Dia. (mm)
12 16
12 16
0.47) (0.63)
84.3 157.0
.131) (0.243)
54.8 95.8
2,318) (21,529
24.1 42.2
,420) (9,476)
0.65
0.65
0.60
54.8 95.8
2,318) (21,529
32.9 57.5
,391) (12,922
0.75
0.65
0.60
ge 13 of 38
S
Metric
20
20
(0.79)
245.0
) (0.380)
145.8
9) (32,770)
64.2
) (14,421)
145.8
9) (32,770)
87.5
2) (19,666)
0.65
E
DIN
Ec
Eu
Md
Md
M
M
MthHMthHCs(f
SfofaC
SfofaC
FF1
2
3
ESR-3187 | Mo
Fraction
TABLE 8—CIN HOLES DR
DESIGN NFORMATION
Effectiveness faccracked concrete
Effectiveness facuncracked concre
Minimum embedmdepth3
Maximum embeddepth3
Min. anchor spac
Min. edge distanc
Minimum concrethickness
Hole condition 13
Minimum concrethickness
Hole condition 23
Critical edge distasplittingfor uncracked co
Strength reductioor tension, concrailure modes,
Condition B2
Strength reductioor shear, concretailure modes,
Condition B2
For SI: 1 inch 2For pound-inch u
Additional settinValues providedBorehole condit
ost Widely Acc
al and Metric HIAnchor Ro
CONCRETE BRRILLED WITH A
Symb
ctor for e kc,cr
ctor for ete kc,unc
ment hef,m
dment hef,ma
cing smin
ce cmin
tehmin,
tehmin,
ance –
oncrete)cac
on factor rete
on factor te
25.4 mm, 1 lbf = 4nits: 1 mm = 0.0
ng information is d for post-installetion is described
FIGURE 3–
cepted and Trus
IT-Z and HIT-Z-Rod
REAKOUT DESIGA HAMMER DRIL
bol Units
r
in-lb
(SI)
cr
in-lb
(SI)
in
in.
(mm)
ax
in.
(mm) (
n -Ps
n -
1
in.
(mm)
2
in.
(mm) (
-
-
-
4.448 N, 1 psi = 3937 inches, 1 N
described in Figed anchors underin Figure 3 below
-BOREHOLE SE
sted
R Con
GN INFORMATIOLL AND CARBID
Nominal Rod D3/8 1/2
23/8 23/4
(60) (70)
41/2 6
114) (152)
See Section 4.Pre-calculated cospacing and edge
Table 9 o
hef + 21/4
(hef + 57)
hef + 11/4 > 4
(hef + 32 > 100)
See Section 4.
0.006897 MPa.N = 0.2248 lbf, 1
ure 6, Manufactur Condition B witw.
ETTING CONDIT
ncrete Breakout
ON FOR U.S. CUDE BIT (OR HILT
Dia. (in.) Fractio5/8
17
(7.1)
24
(10)
33/4
(95)
71/2
(190)
.1.9.1 of this repoombinations of ane distance are givof this report.
hef + 4
(hef + 10
hef + 13
(hef + 45
1.10.1 of this rep
0.65
0.70
MPa = 145.0 ps
urers Printed Insthout supplement
TIONS FOR HILT
t Strength
USTOMARY UNTI HOLLOW CA
onal Units3/4
SI
(in-lb)
SI
(in-lb)
4 mm
(102) (in.)
81/2 mm
(216) (in.)
ort. nchorven in
-
-
4 mm
02) (in.)3/4 mm
5) (in.)
port -
-
-
i
tallation Instructitary reinforceme
Hole Condition
Hole Condition
TI HIT-Z AND H
CaHilti Holl
Diam
NIT HIT-Z AND HARBIDE DRILL B
Nominal
10
60
(2.4) (
120
(4.7) (
See SectPre-calculatspacing and
Tab
hef + 60
(hef + 2.4
hef + 30 > 1
(hef + 1.25 >
See Secti
ions (MPII).ent as defined in
n 1 non-clea
n 2 drilling d
IT-Z-R ANCHOR
Pag
arbide Bit or ow Carbide Bit
mond Core Bit
HIT-Z-R ANCHORBIT) OR A CORE
l Rod Dia. (mm)
12 16
7.1
(17)
10
(24)
70 96
(2.8) (3.8)
144 192
(5.7) (7.6)
ion 4.1.9.1 of thisted combinations edge distance a
ble 9 of this repo
0 he
4) (he
100 h
> 3.9) (he
on 4.1.10.1 of th
0.65
0.70
ACI 318 Section
aned hole
dust is completel
R RODS
ge 14 of 38
or
R ROD E DRILL1
) Metric
20
100
(3.9)
220
(8.7)
s report. s of anchor are given in rt.
ef + 100
ef + 3.9)
ef + 45
ef + 1.8)
his report
n D.4.4.
ly removed
ESR-3187 | Most Widely Accepted and Trusted Page 15 of 38
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional
Rod O.D. d in. 3/8(mm) (9.5)
Effective embedment hefin. 23/8 33/8 41/2
(mm) (60) (86) (114) Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
For SI: 1 inch 25.4 mm 1 See Figure 3 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2. Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
2min,2min,1min,
2min,1min,2min, cc
ccss
ss
ESR-3187 | Most Widely Accepted and Trusted Page 16 of 38
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) - Fractional
Rod O.D. d in. 3/4(mm) (19.1)
Effective embedment hefin. 4 63/4 81/2
(mm) (102) (171) (216) Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
For SI: 1 inch 25.4 mm 1 See Figure 3 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2. Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
2min,2min,1min,
2min,1min,2min, cc
ccss
ss
ESR-3187 | Most Widely Accepted and Trusted Page 17 of 38
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) – Metric
For SI: 1 inch 25.4 mm 1 See Figure 3 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2. Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
s smin2+ smin1- smin2
cmin1- cmin2c- cmin2
E
DIN
Md
Md
Per
mis
sibl
e
Rte
FF
1
ESR-3187 | Mo
TABLE 10—IN HOLES D
DESIGN NFORMATION
Minimum embedmdepth
Maximum embeddepth
Tem
pera
ture
ra
nge
A1
Pullout sin crackconcrete
Pullout sin uncraconcrete
Tem
pera
ture
ra
nge
B1
Pullout sin crackconcrete
Pullout sin uncraconcrete
Tem
pera
ture
ra
nge
C1
Pullout sin crackconcrete
Pullout sin uncraconcrete
Per
mis
sibl
ein
stal
latio
nco
nditi
ons
Dry concwater saconcrete
Reduction for seiension
For SI: 1 inch 2For pound-inch u
Temperature ranTemperature ranTemperature ranShort term elevatemperatures ar
ay be increased bm short term tempm short term tempm short term tempmperatures are tant over significa
sted
HIS-N and HIS-Rded Insert
NFORMATION FMER DRILL AN
ominal Bolt/Cap(in.) Fra
3/8 1/2
43/8 5
110) (125)
0.65 0.81
6.5) (20.5)
,058 1,065
7.3) (7.3)
,879 1,879
3.0) (13.0)
853 859
5.9) (5.9)
,515 1,515
0.4) (10.4)
740 745
5.1) (5.1)
,316 1,316
9.1) (9.1)
1
0.6
2
0.5
0
0.006897 MPa.N = 0.2248 lbf, 1
mpressive strengs may be increasby 10 percent. perature = 104°Fperature = 176°Fperature = 248°Fhose that occur ont periods of tim
RN BondStreng
FOR FRACTIONAD CARBIDE BIT
p Screw Diametactional
5/8 3/4
63/4 81/8
(170) (205
1.00 1.09
(25.4) (27.6
904 907
(6.2) (6.3
1,879 1,87
(13.0) (13.0
729 731
(5.0) (5.0
1,515 1,51
(10.4) (10.4
633 635
(4.4) (4.4
1,316 1,31
(9.1) (9.1
1
65
2
55
.8
MPa = 145.0 ps
gth in the range 2sed by 6 percent
F (40°C), MaximuF (80°C), MaximuF (120°C), Maximover brief intervae.
dgth
CHilti H
AL AND METRIT (OR HILTI HOL
terUnits
4
8 mm
5) (in.) (3
9 mm 1
6) (in.) (0
7 MPa 7
3) (psi) (1,
79 MPa 1
0) (psi) (1,
1 MPa 5
0) (psi) (8
15 MPa 1
4) (psi) (1,
5 MPa 5
4) (psi) (7
16 MPa 9
1) (psi) (1,
-
-
-
-
-
i
2,500 psi f c 4t. For the range 6
um long term temum long term temmum long term teals, e.g., as a res
Carbide Bit or Hollow Carbide B
C HILTI HIS-N ALLOW CARBIDE
Nominal Bolt(m
8 10
90 110
3.5) (4.3)
2.5 16.5
0.49) (0.65)
7.2 7.3
,050) (1,058)
3.0 13.0
,879) (1,879)
5.8 5.9
847) (853)
0.4 10.4
,515) (1,515)
5.1 5.1
735) (740)
9.1 9.1
,316) (1,316)
4,500 psi. For th6,500 psi < f c 8
mperature = 75°Fmperature = 122°emperature = 162sult of diurnal cyc
Pag
Bit
AND HIS-RN INSE DRILL BIT)1
t/Cap Screw Diamm) Metric
12 16
125 170
(4.9) (6.7
20.5 25.4
(0.81) (1.00
7.3 6.2
(1,065) (904
13.0 13.0
(1,879) (1,87
5.9 5.0
(859) (729
10.4 10.4
(1,515) (1,51
5.1 4.4
(745) (633
9.1 9.1
(1,316) (1,31
1
0.65
2
0.55
0.8
e range 4,500 ps8,000 psi, tabula
F (24°C). °F (50°C). 2°F (72°C). cling. Long term
ge 31 of 38
SERTS
ameter
20
0 205
7) (8.1)
4 27.6
0) (1.09)
2 6.3
4) (907)
0 13.0
79) (1,879)
0 5.0
9) (731)
4 10.4
5) (1,515)
4 4.4
3) (635)
9.1
6) (1,316)
si < f cted
concrete
299183
Rectangle
299183
Line
299183
Line
299183
Typewritten Text
*
299183
Typewritten Text
*
299183
Typewritten Text
Deleted by the City of Los Angeles
299183
Typewritten Text
299183
Typewritten Text
299183
Typewritten Text
299183
Typewritten Text
*
E
D123456789111111
ESR-3187 | Mo
Nominancho
diametdo
(in.)3/81/25/83/4
Nominancho
diametdo
(in.)3/81/25/83/47/81
11/4
Design Assumpti. Single anch
2. Vertical dow3. Inspection R4. Installation t5. Long term te6. Short term t7. Dry hole co8. Embedmen9. Concrete de
0. Load combi1. 30% Dead L2. Calculation 3. Normal weig4. Edge distan5. Member thic
HILTI HIT
ost Widely Acc
nalorter
Effectiembedm
depthef
) (in.)23/823/433/44
nalorter
Effectiembedm
depthef
) (in.)23/823/431/831/231/245
For SI: 1 lb =
ons:hor with static tenwnward installatioRegimen = Periotemperature = 41emperature = 80temperature = 11ndition – carbidet depth = hef minetermined to remnation from ACI Load (D) and 70%of based on wght concrete: f c =nce ca1 = ca2 > cacckness h hmin
ASTM A 193 GraNormal weight coSeismic Design CNo supplementar
ACI 318 D.1 wiAssume maximum
material tempeAssume maximum
temperature < 8Assume installati
drilled holes. Assume concrete
service life of a
Dimensional Par
hef = 9.0s = 4.0ca,min = 2.5h = 12.d = 1/2
Calculation in ac
Step 1. Check micmin = 2.5 in. <smin = 2.5 in. hmin = hef + 1.hef,min hef
Step 2. Check ste
Single AnchoAnchor Group
Step 3. Check co
0Nc
Nccbg A
AN
ANc = (3 • hef
ANc0 = 9 • hef2
ec,N = 1.0 no
7.0Ned,
c,N = 1.0 un
Determine ca
k u,cuncr,k
1hc k
efac
23.6 in.
For ca,min < ca
,b c unN k
729496Ncbg
Ncbg = 0.65 •
ost Widely Acc
Assumptions:
ade B7 threaded oncrete, f’c = 4,00Category (SDC) Bry reinforcing in aill be provided. m short term (diurature < 100° F. m long term base80° F. ion in dry concret
e will remain uncrnchorage.
rameters:
0 in. 0 in. 5 in. .0 in.
2 in.
ccordance with
inimum edge dis< ca,min = 2.5 in. s = 4.0 in. O
25 in. = 9.0 + 1.2 hef,max = 2.75 in
eel strength in te
or: Nsa = Ase • futa
p: Nsa = • n •
oncrete breakout
N,edN,ec
+ s)(1.5 • hef + ca
2 = 729 in2
o eccentricity of
.0h5.1
c3.0
ef
min,a
ncracked concret
c:
'hd cef
uncr f
3max1160
4.0uncr,k
accmax
Ncp,
'cr cf
0.1.00.761.0
• 12,079= 7,852
cepted and Trus
rod00 psi Baccordance with
urnal) base
e material
te and hammer-
racked for
ACI 318-08 App
stance, anchor spOK
OK25 = 10.25 in.
n. 9 in. 10 in.
ension:
a = 0.1419 in2 • 1• Ase • futa = 0.75
t strength in tensi
bN,cpN,c N
a,min) = (3 • 9 + 4)
tension load with
95.15.23.07.
te assumed (kc,un
00,40.95.0
24
4.1;hh7.01.3ef
c
h5.1;c
ac
efmin,a
1.5 24 (1efh
40,983.57 12
lb.
sted
pendix D and th
pacing and mem
h = 12.0 OKOK
125,000 psi = 17,• 2 • 17,735 lb. =
ion:
)(13.5 + 2.5) = 49
h respect to tensi
0.76
cr = 24)
0 2,899 psi > 1
1160879,19
4.0
6.2395.1;5.2max
1.0) 4,000
2,079 lb.
FIGURE 5—
his report
ber thickness:
,735 lb. = 26,603 lb.
96 in2
ion-loaded ancho
1,879 psi use
7.01.3max4
0.57
1.50 (9) 40,9
—DESIGN EXAM
ors
1,879 psi
4.1;9
12 =
983 lb.
MPLE
ACI 318 Co
D.8
D.5.1
D.5.2.1 and
-
D.5.2.1 and
D.5.2
D.5.2.5 and E
D.5.2
-
D.5.2.7 and E
D.5.2.2 and
-
D.4.4
Pag
ode Ref. R
8Se
1.2
Eq. (D-5)
Eq. (D-6)
2.4
Eq. (D-11)
2.6
Eq. (D-13)
Eq. (D-7)
(c)
ge 33 of 38
Report Ref.
ection 4.1.9 and
Table 12
Table 11
-
-
-
-
-
Table 12
Section 4.1.10
-
-
-
-
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